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云计算-大降深条件下渗流井计算模型研究.pdf
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云计算-大降深条件下渗流井计算模型研究.pdf
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摘 要
渗流井取水工程是借助天然河床表面覆盖的砂砾石层和滤膜的净化作用,将地表河
水转化为地下水,以获得水资源的工程
[1]
。与传统的管井、廊道、辐射井等取水建筑物
相比,渗流井具有出水量大、水质好、供水成本低廉、易于管理和对环境影响较小等优
点。基于这些优点,近年来渗流井取水工程作为供水水源地的开采方式受到越来越广泛
的关注,尤其在陕北等干旱半干旱地区,受当地气候以及水文地质条件的影响,渗流井
相对于其他取水工程有着显著的优势。
现有渗流井计算模型只适用于饱和渗流场,不适用于非饱和渗流。当抽水量大于河
流的入渗补给量时,河水位与地下水位产生脱节,河水以淋滤形式渗漏补给地下水,河
床底部处于非饱和带,形成饱和非饱和流同时存在的渗流场,在这种情况下,忽视非饱
和渗流的存在是不合理的。本文依托国家自然科学基金项目(40972154) “非管井集水建
筑物取水机理的物理模拟及计算模型研究”, 采用渗流砂槽模拟渗流井取水的物理过程,
针对大降深条件下可能出现非饱和渗流的情况,建立渗流井取水的“变饱和渗流管流耦
合模型”,对砂槽物理模拟试验的结果进行数值模拟。
采用渗流砂槽、渗流井缩微模型、水循环系统和数据测量系统等装置,对本次试验
中 3 种不同竖井降深、2 种不同渗漏补给能力河流下渗流井的取水效果进行了模拟,观
测并记录每种方案下的渗流井出水量、竖井降深以及渗流砂槽内观测孔对应点的水位降
深值。为了研究试验中“含水层”介质的渗透性能,分别采用颗粒分析法和竖管法两种
试验方法测定试验用砂的渗透系数,对比分析两种方法的计算结果,为试验结束后模型
建立过程中参数的确定提供参考。采用砂芯漏斗法测定了试验用砂的土壤水分特征曲线,
确定了“变饱和渗流-管流耦合模型”中的参数值。
通过对比各方案试验结果,可得出以下结论:在其他条件不变的情况下,随着竖井
内降深的增加,渗流井的出水量随之增大;在其他取水条件相同时,河流的渗漏补给能
力越强渗流井的出水量越大;渗流井大降深条件下取水引起非饱和渗流时,渗流井出水
总量依然随竖井内降深增加而增大,但单位降深出水量明显减小。
依据砂槽物理模拟试验各装置的实际规格,研究区域为整个渗流砂槽,以三维有限
差分网格为基础,以井管与含水层之间水量的交换量为耦合点,建立 “变饱和渗流-管
流耦合模型”,对各试验方案下渗流井的出水量进行计算。数值模拟结果显示模型计算
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![](https://csdnimg.cn/release/download_crawler_static/85813605/bg2.jpg)
结果与试验实测结果拟合非常好,对砂槽内部渗流场特征的刻画与实测渗流场特征一致,
说明所建数值模型是有效、可靠的。利用模型对不同竖井降深下渗流井的出水量进行计
算,分别绘制流量-降深曲线图以及各模拟方案的平面、剖面降深等值线图,得出以下
结论:河流与地下水脱节临界点的竖井降深为 33.685cm;河流与地下水脱节后,模型中
疏干单元由中心向四周、自上而下随着竖井降深的增加不断增多。
关键词:渗流井,大降深,砂槽模拟试验,非饱和渗流,“变饱和渗流-管流耦合模
型”,河流与地下水脱节
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![](https://csdnimg.cn/release/download_crawler_static/85813605/bg3.jpg)
Abstract
Horizontal seepage wells are placed in the riverbed to obtain uninterrupted supply of
naturally filtered groundwater through highly permeable saturated riverbed aquifers.
Horizontal seepage wells have following advantages over traditional vertical wells, gallery,
radial collector wells and other water intake engineering: large water yield, good water quality,
the operating cost of the wells tends to be low and has little influence on environment. Owing
to these benefits, in recent years, horizontal seepage wells have attracted considerable
attention as groundwater supply wells, especially in arid and semiarid regions such as
northern Shaanxi.
Current calculation model for groundwater flowing to horizontal seepage wells is only
applicable to saturated seepage flow, not to unsaturated seepage. The river will be
disconnected to groundwater when the pumping rate is greater than the river’s recharge rate,
while unsaturated zone exist at the bottom of riverbed. In this paper, based on the National
Natural Science Fund Project (40972154) “Study on calculation model and physical modeling
of non-casting-well groundwater-collecting catchment working mechanism”. Through the
sand tank physical simulation experiment of horizontal seepage well pumping, further study
on horizontal seepage well of deep drawdown has been done, and modeling for groundwater
flowing to horizontal seepage well of variably saturated flow.
Seepage sand tank, miniature of horizontal seepage well, surveying system,
water-cycling system and other equipment are used during the physical simulation test of
horizontal seepage well. The simulation test is on three different drawdown of vertical shaft,
two rivers of different leakage capacity, and the corresponding data plan, axial pressure drop
data from experiment, water yield and pressure drop distribution data of each observation
point in the tank. Method of particle size analysis and vertical tube is used to study the
permeability of aquifer medium, which as a reference for modeling. Figuring soil water
characteristic curve based on data getting by method of grittiness funnel.
By comparing the test results of simulation test, following conclusions can be drawn: the
water yield of seepage well increase with increase of drawdown in vertical well when other
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万方数据
![](https://csdnimg.cn/release/download_crawler_static/85813605/bg4.jpg)
conditions are identical; the stronger of the river’s leakage capacity, the larger of the water
yield of seepage well; water yield will be still increased when unsaturated zone exist, but
specific water yield significantly reduce.
In the study area as a whole sand trap, based on the actual size of a sand trap physical
simulation test each device, three-dimensional finite difference grid as the basis, using the
exchange amount between the aquifer and the well pipe as the coupling point for the
establishment of the “variably saturated of coupled seepage – pipe flow model of the
simulation test and calculate the water yield”. The simulation results show good fit of the
measured water yield of test, which indicate that the numerical model was effective and
reliable. Calculating water yield of horizontal seepage well during different drawdown to
confirm the critical moment that river disconnected to groundwater.
Key words: Horizontal seepage well; deep drawdown; sand tank simulation test;
unsaturated flow; variably saturated coupled seepage-pipe flow model; river disconnect to
groundwater
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万方数据
![](https://csdnimg.cn/release/download_crawler_static/85813605/bg5.jpg)
目录
第一章 绪论 ............................................................................................................................ 1
1.1 研究背景及意义 .......................................................................................................... 1
1.2 国内外研究现状 .......................................................................................................... 2
1.2.1 渗流井取水工程研究现状 .................................................................................. 2
1.2.2 饱和非饱和渗流研究现状 .................................................................................. 4
1.3 本文主要研究内容 ...................................................................................................... 6
1.4 本文主要成果 .............................................................................................................. 6
第二章 渗流井取水砂槽物理模拟试验 ................................................................................ 7
2.1 试验方案 ...................................................................................................................... 7
2.2 试验模型设计 .............................................................................................................. 7
2.2.1 渗流砂槽 .............................................................................................................. 7
2.2.2 渗流井缩微模型 .................................................................................................. 8
2.2.3 数据测量系统 .................................................................................................... 10
2.2.4 水循环系统 ........................................................................................................ 12
2.3 试验过程 .................................................................................................................... 13
2.3.1 砂的水洗、筛分 ................................................................................................ 13
2.3.2 装砂 .................................................................................................................... 14
2.3.3 渗流井缩微模型安装 ........................................................................................ 14
2.3.4 负压计安装 ........................................................................................................ 14
2.3.5 砂层饱水过程 .................................................................................................... 15
2.3.6 模型检查 ............................................................................................................ 16
2.3.7 正式试验 ............................................................................................................ 16
2.4 颗粒分析试验 ............................................................................................................ 17
2.5 竖管法测定渗透系数 ................................................................................................ 19
2.6 砂芯漏斗法测定土壤水分特征曲线 ........................................................................ 20
第三章 渗流砂槽试验结果及分析 ...................................................................................... 23
3.1 砂槽模拟渗流井取水效果分析 ................................................................................ 23
3.1.1 竖井降深对渗流井取水效果的影响 ................................................................ 23
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